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S�lklc�q pt 1201 N. Tu5pn Avenue Anahe,w, GA 52807 _ engineering ine. Fax..- (714) 630-6114 Phone: (714) 630-6100 STRUCTURAL CALCULATIONS FOR Ron Lacher, R.G.E. 1\L'w -L�(Otr Friction Pile Supported 5w1mm1ng Pool * 5pa m The Adams Re5(dence l Pelicans Dr. Newport Beach, CA, 92657 FOR Elite Custom Pools 25671 141car Way Lake Forest, CA. 32630 DESIGN BASED ON CBC 2010 EDITION & PETRA GEOTECHNICAL, GEOTECHINCAL INVESTIGATION, PROJECT No: J.N. 350-04, DATED 6/29/04. REINFORCING: Fy = 40,000 PSI (Grade 40) Fy = 60,000 PSI (Grade 60) CONCRETE: f= 4,000 PSI EQUIVALENT FLUID PRESSURE: 75 PCF HYDROSTATIC PRESSURE: 62.4 PCF PASSIVE PRESSURE: 375 PCF (3,000 PSF Max.) SKIN FRICTION: 400 PSF END BEARING PRESSURE: 5,000 PSF CREEP: 1,000 PLF 08/25/2011 01:45:23 PM Page 1 of 33 \\peaoasv2TooI\Projects\2011\0327-11 Revision to Previous TasoRev 1\SAP Pool Design\Reporl.pdf ©Pool Engineering, Inc. 2011 P1"C)oll G,--Z 08/252011 01:45:23 PM Page 2 of 33 \\peanasv2\Pcol\ProjecIs\2011\0327-11 Revision to Previous TaSMRev 1\SAP Pool DesignMepert.pcif ©Pool Engineering, Inc. 2011 Designer: J. Collins Friction Pile Supported Job No: 1 1-0327 5wrnming Pool POOL PROPERTIES: Water Feature: two,:— 9in wall thickness tµu:= 9in floor thickness Basin, tyw:= 6in wall thickness tyf:= tin floor thickness Pool: D,:= 5.5ft deep end depth D,i 411 shallow and depth Spa: Da,:— 4ft max spa depth Piles: rpc= 24 in diameter of pile k = 3.142 it bearing area of pile Miscellaneous, b := 12in design strip width hwf:=l.5ft water feature wall height wwf r=lft water feature width hip,:— Join basin depth xyw:= 1.511 apmox. depth to basin wbw = Gin basin width tpw := 12in thickness of pool wall hi,,:= 18in max. raised wall height 1af 36in thickness of spa floor -yw:= 62.4pcf unit weight of water 5, 150pcf unit weight of reinforced concrete f�:= 4000-psi compressive strength of concrete of:— 0.90 flexural reduction factor 0,:= 0.75 shear & torsion reduction factor s,,:= 0.003 crushing strain of concrete 131 = 0.85 a= 0.72 clre:= 3in reinforcing cast against earth clrw:= tin reinforcing exposed to weather 501L: Geotechnical information provided by Petra rya:= 75pcf equivalent fluid pressure d,a;a = 4ft min. embedment -1p:= 375pcf passive earth pressure ryp ,aa„ 301 max. passive earth pressure m1 2 multiplication factor for lateral m2 := 1 multiplication factor for end bearing qey:= 5000psf end bearing capacity dos= 511 depth of creep j Fli 400psf skin friction df;,, = 4 it assumed fixity in compacted fill l Pry:= A. (qeb m2) Peb = 15708 lb axial end bearing capacity ws,:= 1000p1f creep loading 08125/2011 01:45:23 PM Page 3 of 33 \\peanas,OPool\Projects\2011\0327-11 Revision to Previous Task\Rev 1\3AP Pool DesignlRepod.pcif O=Pool Engineering, Inc. 2011 Designer: J. Collins Friction File Supported Job No: I I -0327 Swimming Fool Water Feature Wall - Concrete Flexural Deslan - U.S.D. Method Remf Provertes: Bar 4 size of bar SP := 12in spacing of bars GR 40 reinf. steel grade dy = 0.5-in dia. of bar A, = 0.196 in2 total area of steel per design strip fy = 40000 psi yield strength of steel eir:= "center" clearance (earth, exposure, or center) Conc Froperte5: conc_tluck to , cone thick = 9-in thickness of concrete cover = 4.5-in cone cover to steel d = 4.25-in effective depth A. f a:= r a = 0.192in equivilent rectangular stress block c := a c = 0.226in distance to neutral axis 0.85-f,b Pt et := as d c e, = 0.053 net tensile strain check = "tension-contm0ed member' c d,'f= 0.9 adjusted strength reduction factor o20 re; 2 2 \I V..— 1.6ryehwr .h 1.4.ryw ha b/ Va=135lb factored shear 2 2 3 3 Ma:= 1.6-2a b, 1.6 ryW hwr b M„ = 67.516 ft factored moment 6 6 5trength Check: OVr 0,, 2 4/b d \\ OV" = 4838.285In > Vv = 1351b Shear Capacity = "PASS" OM. := O'EAs.fy l d - 2J OMo = 2446.7611b ft > M„ = 67.5lb-ft Moment_ Capacity = "PASS" Tensile_Reinforcerr ent = "is at least one-third greater than that required by analysis" Check Minimum/Maximum Steel Area: As ,,,a„r= O.SSpt -c eu- bd As m„=1.579in2 maximum steel area fy e„ + 0.004 3- mfc 200 2 A,-,.:: 'b d As m;o= 0.255 m minimum steel area r r Minimum_Flexural_Steel_Requirement = "not applicable per ACI 318 Section 10.5.1" CONC = "9in. TI-BS w/ REINF CTR IN CONC" IREINIF = "N4 VERT BARS @ 12in. O.C. & N4 HORIZ BARS @ Izin. O.C." 08252011 01:45:23 PM Page 4 of 33 \beanasv2\Po"rojects\2011\0327-11 Revision to Previous Task\Rev 1\SAP Pool Design\Report pot @Pool Engineering, Inc. 2011 Designer: J. Collins Friction Pile Supported Job No: 1 1-0327 5wimming Pool Water Feature Floor - Concrete Flexural De5113n - U.S.D. Method Reinf Properties: Bar := 4 size of bar Sp := 12in spacing of bars GR r= 40 reinf. steel grade dy = 0.5.in dia. of bar As = 0.196 in total area of steel per design strip fy = 40000.psi yield strength of steel clr :_ "center" clearance (earth, exposure, or center) Conc Properties: cone_thick :— t� conc_thick = 9-in thickness of concrete cover = 4.5 in cone cover to steel d = 4.25-in effective depth As a fy a = 0.192.in equivilent rectangular stress block c := a c = 0.226.in distance to neutral axis l Al E1 E, d — c Er = 0.053 net tensile strain check = "tension -controlled member" — C 'b"= 0.9 adjusted strength reduction factor loading: Vo := 1.AFx _Itwfiv-(hwf + tv,) + gv , wwr] +'Ywhwr wwr]-b V. = 642.915 lb factored shear 2 2 Ir ( l w w My := 1.41 S� �twfw �hwr + twrr)l + wwrJ + twg Z + -fw hwr z b M„ = 631.53616 ft factored moment Strength Check: d,V, :— O6 2 9b-d QbV, = 4838.285lb > Vo = 642.915 lb Shear Capacity = "PASS" (jiM.:= t)'r-As fy(d — �) (5M" = 2446.761 lb-ft > Mo = 631.536 lb It Moment _Capacity = "PASS" Tensile_Reinfibmement = "is at least one-third greater than that required by analysis" Check M n mum/Max mum Steel Area: Asp 0.85-(bp e„ b-0 As m=1.579in2 maximum steel area ( fy E„+0.004 3' t' 00 c 22 As m�":= ({' ( b-d As o,;o= 0.255-in minimum steel area f L Mininlmn_Flexural_Steel _Requirement = "not applicable per ACI 318 Section 10.5.1" CONC = "gin. THK w/ REINF CTR IN CONIC" REINF = V4 TRANS BARS @ 12in. O.C. & #4 LONGIT BARS @ 12in. O.C." Wv, wr := V„ W" wr = 642.915 lb My wr := My Ma wr = 631.536 Ib It factored weight of water feature factored moment from water feature loading Oa12512011 01:45:23 PM Page 5 of 33 qoeanasv2\PooAProjects12011XO327-11 Revision to Previous Task\Rev 1\SAP Pool Design\Report.pdf ®Pool Engineering, Inc. 2011 Designer: J. Colhn5 Friction Pile 5upported Job No: 1 1-0327 5vnmm1ng Pool Trough Wall - Concrete Flexural Design - U.5.D. Method F.emf Fronerties: Bar := 4 size of bar SP 12in spacing of bars GR 40 reinf. steel grade da = 0.5-in dia. of bar As = 0.196-in2 total area of steel per design strip f, = 40000 psi yield strength of steel clr "center" clearance (earth, exposure, or center) Con. Properties: conc_thick:= ta,t, conc—thick = 6-in thickness of concrete cover = 3 in conc cover to steel d = 2.75 in effective depth a a = 0.192 in equivilent rectangular stress block c := a c = 0.226 in distance to neutral axis 0.85-fr-b p, d—c Et := Ea.— s1= 0.033 net tensile strain check = "tension -controlled member" c ,'r= 0.9 adjusted strength reduction factor Loadma: 2 2 V. := 1.6 rya haw b , L4 7x• haw bJ Va = 41.667lb factored shear 2 2 Ma m 1.6 rya ]r5.v3 b ,1.4 7w haa3 b My = 11.5741bft factored moment 6 6 Strength Check: OVe:= p,, 2 J7, b d OVr = 3130.655lb > Vv = 41.667lb Shear Capacity = "PASS" \\ �Mo=�'£As-f(d—a2J dMa=1563.188It, ft > M=11.574Ibft Moment_Capacity ='PASS" Tensile_ Reinforcement = "is at least one-third greater than that required by analysis" Check Mmimor-AA. mum 5teel Area: As := 0.85 pt f s bd As a,aa = 1.0222 in maximum steel area fy s„ + 0.004 3 f 20p AS_m;,,� m a b.d As m;a= 0.165in 2minimum steel area fya 'fye Minimum—FlexuralSteel_Requirement = "Minimum/Maximum Steel Area is OK" RErNF = V4 VERT BARS Q 12m. O.C. & #4 HORIZ BARS 08/2512011 01:45:23 PM Page 6 of 33 \lpeanasv2\Pool\Pmjecfsl2011\0327-11 Revision to Previous Task\Rev 1\SAP Pool OesignUieparl.ptlf OPool Engineering, Inc. 2011 Designer: J. Collms Friction Pile Supported Job No: I I -0327 5wimmmg Pool Trough Floor- Concrete Flexural Def,cnn - U.S.D. Method Remf Properties: Bar:= 4 size of bar SP := 12in spacing of bars GR:= 40 reinf. steel grade db = 0.5-in dia. of bar A, = 0.196.in2 total area of steel per design strip fr = 40000.psi yield strength of steel ctr "center' clearance (earth, exposure, or center) Conc Properties. conc_t hick := tbf conc_ thick = 6.in thickness of concrete cover = 3-in Conc cover to steel d = 2.75 in effective depth As f a:= y a = 0.192in equivilent rectangular stress block c a c = 0.226in distance to neutral axis 0.85. f,.b Pt et := Ea. d—c Et = 0.033 net tensile strain check = "tension -controlled member" c 0'f= 0.9 adjusted strength reduction factor Loadma: Vv := 1.4[6�[t,, (hbw + tbr) + tbewb ,] + rya hwwb ,]-b V. = 228.9111, factored shear itbw l w'bww'bw21 Ma:- 1. 6� tbw (hbw +tbr) 2 + wl„,.J + the 22 + ryw hbw- 2 J b M„ = 127.225 lb R factored moment 5trenath Check 4,Vc 4,s2 J-1-b d (pVc = 3130.655lb > V. = 228.9lb Shear Capacity = "PASS" a\ QMa:=}A,fy/ d- ZJ rpMn = 1563.188Ibft > Ma= I27.2251bft Moment _Capacity = "PASS" Tensile -Reinforcement = "is at least one-third greater than that required by analysis" Check Mmimum/Maximum Steel Area: u A, .:= O.f SSp1—bd A,1.022i2 n maximum steel area fy Ea+E0.004 - 3b'f. 2002 As aan:- malf.b , fy r) b.d As ana= 0.165-in minimum steel area Minimum_Flexural_Stee]_Requirement = "Mmimum/Maximum Steet Area is OK" REINF = V4 TRANS BARS @ 12m. O.C. & #4 LONGIT BARS @ 12in. C.C.- W. baa r= V. Wa b,n = 228.9 It, factored weight of basin Ma b,a := Ma Ma b,a = 127.225 It ft factored moment from basin loading 08/25/2011 01:45:23 PM Page l of 33 \\peanasv2\Paol\Projects\2011\0327-11 Revision to Previous Task\Rev 1\SAP Pool Deslg0\Report.Pdf ®Pool Engineering, Inc. 2011 Designer: J. Collins Friction Pile 5upported Job No: 1 1-0327 5wimming Pool Trough Edge Wall - Concrete Flexural De51gn - U.S.D. Method P.emf Properties: Bai 4 size of bar SP := Sin spacing of bars GR := 40 reinf. steel grade its 0.5-in dia. of bar Ag = 0.393.m2 total area of steel per design strip fy = 40000 psi yield strength of steel clr:= "exposure" clearance (earth, exposure, or center) Conc Properties: conc_thick:=tr,,, conc_thick=l2-in thickness of concrete cover = 2 in cone cover to steel d = 9.75 in effective depth A. f a:= r a = 0.385in equivilent rectangular stress block c := a c = 0.453in distanceto neutral axis 0.85- JE,b (it d—c Et := En Et = 0.062 net tensile strain check = "tension -controlled member" C 'Vir= 0.9 adjusted strength reduction factor Loading: rye D26 D2b) Vag max 1.6 ire ,IA. a< V„=1815lb factored shear 2 2 3 3) M" := m 1.6� rye Doe b ,1.4- 7.v Doe 6+ Ma No Mo = 3454.725 lb-ft factored moment 6 6 Strength Check: (5Ve:= 4)s 2-4—fel b d \\ OVe = 11099.59516 > Vu = 1815lb Shear Capacity = "PASS" ¢'rA,-fy (d — Z/ ¢Ma = 11259.665 lb-ft > M" = 3454.725 lb-ft Moment_ Capacity = "PASS" Tensile_ Reinforcement = "is at least one-third greater than that required by analysis" Check Mimmum/Maximum 5teel Area: f E. 2 0.85 pt —bd E4 ,o,,, = 3.623 fn maximum steel area ; E.10004) 3'r 200 2 A,, a,ia r= m b d A, mia= 0.585 in minimum steel area fy� 'fyc Minimum_Flexural_Steel_Requirement = "not applicable per ACI 318 Section 10.5.1" 08/252011 01:45:23 PM Page 8 of 33 \\peanasv2\Poo1\Prgecfs\2011\0327-01 Revision to Previous TaWRev 1\SAP Pool Design\Report.pdf ®Pool Engineering, Inc. 2011 Designer: J. Calling Friction Pile Supported Job No: 1 1 -0327 5wimminq Pool Pool Wall - Concrete Flexural De51an - U.S.D. Method F,cinf Properties: Bar:= 4 size of bar SP r= 12in spacing of bars GR 40 reinf. steel grade dy = 0.5-in dia. of bar As = 0.196-in2 total area of steel per design strip fy = 40000-psi yield strength of steel ck := "earth" clearance (earth, exposure, or center) Cone Properties: cone thick:= tau, conc_thick = 12-m thickness of concrete cover = 3-in con; cover to steel d = 8.75 in effective depth a:= A. fr a = 0.192.in equivilent rectangular stress block c := a c = 0.226.in distance to neutral axis 0.85 4 b 31 et:— Eu. d—c Et = 0.113 net tensile strain check= "tension -controlled member" c $}= 0.9 adjusted strength reduction factor Loading: 2 2 Va s= m 1.6 rye Dae .b 14 ryw_ Vv = 1815lb factored shear 2 2 3 3 Mo:_ 16ry'Dae b 14-1__ Ms = 3327.5 lb-ft factored moment 6 6 Strength Check: OV":= 0 2-x" d \ OVr = 9961.1751b > Vs = 1815lb Shear Capacity = "PASS" OMa := O'fA. fy(d - a) OMa = 5097.481b-ft > My = 3327.5lb-ft Moment_ Capacity = "PASS" 2 Tensile -Reinforcement = "is at least one-third greater than that required by analysis" Check MimmuMMaximum Steel Area: f As:= 0.85(it—bd Aa ,= 3.251in 2 maximum steel area fy E„+e0.004 ,, A,nua._ m 3 200 bd Ag m;a= 0.525.in2 minimum steel area Minimum_Flexual_Steel _Requirement = "not applicable per ACI 318 Section 10.5.1" CONC = "12m. THK w/ REINF 3m. CLR. FROM EARTH" EINF = "N4 VERT BARS @ 12in. O.C. & #4 HORIZ BARS @ 12m. O.C." 08/25/2011 01:45:23 PM Page 9 of 33 \lpeanasvZPoohPmjectsl2011X0327-11 Revision to Previous TasloRev IMP Pool Design\Repod.pdf ©Pool Engineering, Inc. 2011 Designer: J. Colhns Friction Pile 5upported Job No: 1 1 -0327 5wimmmg Pool 5pa Wall - Concrete Flexural De5ignn - U.S.D. Method Reinf Properties: Bar := 4 size of bar SP r= 12in spacing of bars GR:= 40 taint. steel grade db = 0.5 in dia. of bar Aa = 0.196-m2 total area of steel per design strip fy = 40000-psi yield strength of steel ch r= "earth" clearance (earth, exposure, or center) Conic Prorcrtie5: conc_tbick:=I, cone —thick =12in thickness of concrete cover = 3-in cone cover to steel d = 8.75 in effective depth C a r a = 0.192-in equivilent rectangular stress block c r= a c = 0.226in distanceto neutral axis 0.85 f, b pt Er E, el—c Er = 0.113 net tensile strain check= "tension -controlled member" c .0'r= 0.9 adjusted strength reduction factor Loadma: 7. Dspa2 .b 7a Dsw2 'b 2 2 3 3 7e Dax 'b ,y_ 'b Maw m 1.6 ,1.4 + M� wf 6 6 Strength Check: Dspa = 4 ft Va= 960lb factored shear Ma = 1911.536lb ft factored moment Ms ar = 631.536lb ft (ty2-4_f,-_t-b-d 4)Va = 9961.175 lb > Va = 960lb Shen Capacity = "PASS" �'pAa fy l d - 2) �Ma = 5097.48lb-ft > Ma = 1911.5 lb-ft Moment_ Capacity = "PASS" Tensile_Reinforce``ment = "is at least one-third greater than that required by analysis" Check MinimurnlMaximum Steel Area: f A, := 0.85(it—bd Aa aa,= 3.251i2 n maximum steel area fy Ea +Ea 0.004 3' t' c 200 As ada:= m b.d Aa mia= 0.525 -in 2minimum steel area fyl, ' fyl. Minimum_Flexural_Stecl_Requirement = "not applicable per ACI 318 Section 10.5.1" REINF = "#4 VERT BARS @ 12im O.C. & #4 BORiZ BARS 0a/252011 0145:23 PM Page 10 of 33 \\peanasJ2 Pool\Pmjects\2011\0327-11 Revision to Previous Task\Rev 1\SAP Pool Design\Reportodf @Pool Engineering, Inc. 2011 Table 1: Material Properties Material Type Sy. Type Temp Depend Unit Weight E Fe Kip/ft3 Kip/in2 Kip/in2 3000Psi Concrete Isotropic No 1.5000E-01 3122.000 3.000 Table 2: Area Section Properties Section Material Mat Angle Area Type Type Drill DOF Thickness Bend Thick Total Wit TotalMass Degrees in in Kip IOp-s2/in Pool Floor 3000Psi 0.000 Shell Shell -Thick Yes 18.0000 18.0000 153.520 0.3976 Table 3: Frame Section Properties Section Name Material Shape t3 Area Tors Const Cone Col TotalWt TotalMass in in2 in4 Kip Kips in Caisson 3000Psi Circle 24.0000 452.39 32572.03 Yes 59.376 0A538 Table 4: Load Pattern Definitions Load Pat Design Type Self Wit Mult Dead DEAD 1.000000 Dry Bench SUPER DEAD 1.000000 Wet Bench SUPER DEAD 1.000000 Water Weight SUPER DEAD 1.000000 Spa Floor SUPER DEAD 1.000000 Table 5: Load Case Definitions Case Type Initial Cond Run Case Case Status Des Type Opt Auto Type 1 4 D (Wet) Linstatic Zen, Yes Finished Prop Det None 1.4 D (Dry) LinSlatic Zero Yes Finished Prop Det None Table 6: Load Assignments Table: Case -Static l- Load Assignments Case LoadType LoadName LoadSF 1.4 D (Wet) Lead pattern Dead 1.400000 1.4 D (Wet) Load pattern Water Weight 1.400000 1.4 D (Wet) Lead pattern Wet Bench 1.400000 1.4 D (Wet) Load pattern Spa Floor 1.400000 1.4 D (Dry) Load pattern Dead 1 A00000 1.4 D (Dry) Load pattern Dry Bench 1.400000 1.4 D (Dry) Load pa0em Spa Floor 1.400000 08/25/2011 01:45:23 PM Page 11 of 33 \\peanasvZ\Pool\PmjecLs\2011\0327-11 Revision to Previous Task\Rev 1\SAP Pool Design\RepnrLpdf ®Pool Engineering, Inc. 2011 SAP2000 8125/11 11:37:09 0aj2&MQQ1QQyj4p'j,12 - File:SAP Model;020 -Area Uniform (Water Weight) (GLOBAL - Z) - Kip, in, F Units Page 12 of 33 \beanasvZPooftPmjects12011\0327-11 Revision to Previous Task\Rev 1\SAP Pool Design\Repod.pdf ®Pool Engineering, Inc. 2011 SAP2000 8125/11 11:44:06 0sj-AkXCAQyj91W - FIIe:SAP Model;020 - Area Uniform (Spa Floor) (GLOBAL - Z) - Kip, in, F Units Page 13 of 33 \\peanasv2\PooNPmjects\2011\032I-11 Revision to Previous Task\Rev 1\SAP Pool DesignMeport.ptlf ®Pool Engineering, Inc. 2011 SAP2000 8/25/11 11:46:27 0ef2&%VQR49!i91V - File:SAP Model;020 - Area Uniform (Water Weight) (GLOBAL \\peanas2\Pool\Projects\2011XD327-11 Revision to Previous TasMRev 1\SAP Pod Design\Report.pdf in, F Units Page 14 of 33 ®Pool Engineering, Inc. 2011 SAP2000 8/25/11 11:38:50 0a/2WWQQQy.94pW - File:SAP Model;020 - Area Uniform (Dry Bench) (GLOBAL - Z) - Kip, in, F Units Page 15 of 33 \\peanas2\PooMrojects\2011\0327-11 Revision 0 Previous Task\Rev 1\SAP Pcol DesignUReport.pdf ®Pool Engineering, Ina 2011 SAP2000 8/25/11 11:38:50 Note: Because the floors have already been loaded with water (62.4pcf - see Pool Hydrostatic Loading ) the dead load of the additional concrete is modeled as its Concrete Weight (150 pcf) minus the weight of water for the load cases with the pool full. 0M2Vh&QAg6.j4p7R - File:SAP Model;020 -Area Uniform (Dry Bench) (GLOBAL -Z) - Kip, in, F Units Page 16 of 33 \\peanasv2\PoogProjects\2011\0327-11 Revision to Previous Task\Rev 1\SAP Pool Design\RepoA.pdf ®Pool Engineering, Inc. 2011 SAP2000 8/25/11 11:55:59 osr2gWCAQy.lArV - File:SAP Model;020 - Resultant V13 Diagram (1.4 D (Wet)) - Ib, ft, F Units Page iT of 33 \\peanazv2\Paol\ProjeG \2011\0327-11 Revision to Previous Task\Rev 1\SAP Pool Design\Report.pdf ®Pool Engineering, Inc. 2011 SAP2000 8/25111 12:00:39 o8/A&1RQh4.9`.i4PV - File:SAP Model;020 - Resultant M11 Diagram (1.4 D (Wet)) - lb, ft, F Units Page 19 of 33 \yeanasvZPoollProjectst2011\0327-11 Revision to Previous TasidRev i\SAP Pool Design\Repon.pdf ©Pool Engineering, Inc. 2011 SAP2000 8j25/11 12:02:22 W�6Eia1[�Y3�)s:Z OiFMI AK-All-milwiflmlll.TPrrSil101xalmtM, \tpeanasv2\Pool%Projecfsr2011\039-11 Revision to Previous Task\Rev IMP Pool DesignVieport.pdf Page 20 of 33 ®Pool Engineering, Inc. 2011 v Rrapanba: 5mp pu pl= 1. eeoa Dam.. 0[wm1me mrm.1. a..mm. t.n.e a• oe b Iz.n OON" ` L0 ING RFANBORCING nl11..r 31.1.mmi DE810N MFed�m Rplan Dea[rlptlan Man I C Mu Raba, fy 4 ar [ OM„ ur MIn IMar. 8ecrbn In. n n w nn Spe<In0 In, In,a Rtll[ Rule ... I.11o[h[ck Cba[k LopASM1ea P - We, s Qtl f3 0. 68 60 0950 0!6CB 0. s DBs9 0 vld rMm Anse, PSa�Mm la ea 1.4.0 .) Idd10 W sdW Iz o. P➢ 09as RE03 oils ooSB 0�9 9 LwgX Wmn My b99 1.4e tonl sdp Iz o. w30 Ozsd o603 0.>Is O.BSO 0.9 N/AmrPCl iltle sem[n msa pcd Mm An, 11 M'm MBBLla L[ry6 WmaM MIn 100 0.8881ADOYN) W.) �IR41 ide8W 640130. 60 IM30 0 n0030i1s 0.05E 0.0 NlP pnr PCI3109eG1[n InS.I Tnm M[maM Mn lee 3o Ii.8881I D1N'd) tidb 9801 W 6 10 0. MW] PbOs n803 0i1s 0.058 a9 NIA pmPC16105eN[n 105.1 .Mtn Tnm M[meM Alin I0.0 90 tl.8081AD 8R1 Alid W 6 n6ad ns03 O.i1s OOSB 0.9 10065 The Plate Cepedty R Imfttades contain the concrete ultmete atmngth deagn Inrthe pool hom the results ofihe lend combinations obtained Ram the SAP2000 need. In Ida table"Loatlirg Conditlon'la the gmreming Ipd eombinetionfxthe%mas,M8V,d1slAayed IhavetakenpreMdOneeach Mx.andthetllr .a th.b.isapplied For mde, the Pod Wall All min le Magoveming negative mdmMInthehoriemmal dimetion. O TABLE: Reactions @ Top of Pile Joint OutputCase CaseType F1 F2 M7 M2 P Text Text Text Lb Lb Lb-ft Lb-ft Lb T-A7 1 4 D (Wet) LinStatic -64 6880.49 41988.55 398.93 -85655,11 T-A7 1.4 D (Dry) LinStatic 43.32 4264.51 25991.12 270.13 -58677.51 T-B2 1.4 D (Wet) LinStatic -2306.74 3767.9 22499.82 14403.76 51167.47 T-B2 1.4 D (Dry) LinStatic -1374.71 2307.43 13733.88 8589.1 -32494.56 T-135 1.4 D (Wet) LinStatic 21.3 4140.49 25033.5 -7.84 -83308.6 T-B5 1.4 D (Dry) LinStatic -122.19 2442 14715.51 830.16 -53797.69 T-B9 1.4 D (Wet) LinStatic 77.79 4182.92 25305.07 -598.13 -83034.49 T-B9 1.4 D (Dry) LinStatic 186.46 2470.12 14895.34 -1222.86 -53613.49 T-B12 1.4 D (Wet) LinStatic 2287.14 3763.67 22493.6 -14279.49 -51051.08 T-B12 1.4 D (Dry) LinStatic 1362.68 2304.65 13729.56 -8512.36 -32420.24 T-C3 1 A D (Wet) LinStatic -237.02 100.92 10.9 1511.45 -131177.6 T-C3 1.4 D (Dry) LinStatic -91.45 -37.83 -648.71 593.24 -76705.15 T-C6 1.4 D (Wet) LinStatic -1180.78 -555.67 -3824.07 7283 -156359 T-C6 1.4 D (Dry) LinStatic -724.99 -533.06 -3564.32 4471.09 -92255.3 T-C8 1.4 D (Wet) LinStatic 1178.29 -589.02 4022.69 -7269.72 -156693.9 T-C8 1.4 D (Dry) LinStatic 723.33 -555.5 -3698.1 4461.83 -92482.16 T-C11 1.4 D (Wet) LinStatic 230.16 101.74 32.79 -1471.21 -131092.9 T-C11 1.4 D (Dry) LinStatic 87.66 -37.6 -636.38 -570.81 -76654.87 T-D1 1.4 D (Wet) LinStatic -2097.81 4277.27 -27185.24 12822.52 -39851.29 T-D1 1.4 D (Dry) LinStatic -1122.79 -2567.06 -16374.95 6846.55 -23001.76 T-D13 1.4 D (Wet) LinStatic 2096.82 4291.01 -27247.52 -12822.65 -39883.03 T-D13 1.4 D (Dry) LinStatic 1122.3 -2575.84 -16414.57 -6647.14 -23021.31 T-E4 1.4 D (Wet) LinStatic -502.51 4033.23 -25346.52 3021.39 -56318.23 T-E4 1.4 D (Dry) LinStatic -284.18 -2270.38 -14332.8 1700.4 -31229.97 T-E10 1.4 D (Wet) LinStatic 496.38 4039.64 -25373.41 -2991.63 -56301.96 T-E10 1.4 D (Dry) LinStatic 280.31 -2274.78 -14351.76 -1681.34 -31219.12 T-F7 1.4 D (Wet) LinStatic 0.99 -5152.29 -32128.96 -10.81 -61241.96 T-F7 1.4 D (Dry) LinStatic 0.89 -2936.67 -18365.33 -8.38 -34137.16 08/25/2011 01:45:25 PM Page 22 of 33 \lpeanasv2lPool\Pmjecls1201 t0327-11 Revision to Previous TaskARev I\SAP Pool DesignReport.pdf ©Pool Engineering, Inc. 2011 TABLE: Reactions @ Compacted Fill Joint OutputCase CaseType F1 F2 M1 M2 P Text Text Text Lb Lb Lb-ft Lb-ft Lb B-A7 1.4 D (Wet) LinStatic 64 -6880.49 19935.85 177.06 109405.55 B-A7 1.4 D (Dry) LinStatic 43.32 -4264.51 12389.44 119.75 76490.34 B-B2 1.4 D (Wet) LinStatic 2306.74 -3767.9 11411.25 6356.88 74917.91 B-B2 1.4 D (Dry) LinStatic 1374.71 -2307.43 7032.96 3783.3 50307.39 B-B5 1.4 D (Wet) LinStatic -21.3 4140.49 12230.89 -183.84 107059.04 B-B5 1.4 D (Dry) LinStatic 122.19 -2442 7262.5 269.59 71610.52 B-B9 1.4 D (Wet) LinStatic -77.79 -4182.92 12341.17 -101.95 106784.93 B-139 1.4 D (Dry) LinStatic -186.46 -2470.12 7335.75 455.3 71426.32 B-B12 1.4 D (Wet) LinStatic -2287.14 -3763.67 11379.47 -6304.74 74801.52 B-B12 1.4 D (Dry) LinStatic -1362.68 -2304.65 7012.26 -3751.79 50233.07 B-C3 1.4 D (Wet) LinStatic 237.02 -100.92 897.34 621.71 154928.06 B-C3 1.4 D (Dry) LinStatic 91.45 37.83 308.2 229.82 94517.98 B-C6 1.4 D (Wet) LinStatic 1180.78 555.67 -1176.95 3343.99 180109.43 B-C6 1.4 D (Dry) LinStatic 724.99 533.06 -1233.19 2053.79 110068.13 B-C8 1.4 D (Wet) LinStatic -1178.29 589.02 -1278.49 -3334.86 180444.38 B-C8 1.4 D (Dry) LinStatic -723.33 555.5 -1301.38 -2048.15 110294.99 B-Cl1 1.4 D (Wet) LinStatic -230.16 -101.74 882.91 -600.22 154843.3 B-C11 1.4 D (Dry) LinStatic -87.66 37.6 298.01 -218.14 94467.7 B-D1 1.4 D (Wet) LinStatic 2097.81 4277.27 -11310.19 6057.72 63601.73 B-D1 1.4 D (Dry) LinStatic 1122.79 2567.06 -6728.55 3258.56 40814.59 B-1373 1.4 D (Wet) LinStatic -2096.82 4291.01 -11371.58 -6048.7 63633.47 B-D13 1.4 D (Dry) LinStatic -1122.3 2575.84 -6767-96 -3253.52 40834.14 B-E4 1.4 D (Wet) LinStatic 502.51 4033.23 -10952.58 1501.19 80068.67 B-E4 1.4 D (Dry) LinStatic 284.18 2270.38 -6100.58 857.21 49042.8 B-E10 1.4 D (Wet) LinStatic 496.38 4039.64 -10983.32 -1475.76 80052.4 B-E10 1.4 D (Dry) LinStatic -280.31 2274.78 -6121.22 -841.42 49031.95 B-F7 1.4 D (Wet) LinStatic -0.99 5152.29 -14241.61 1.92 94992.4 B-F7 1.4 D (Dry) LinStatic -0.89 2936.67 -8064.73 0.34 51949.99 OB/25,2011 0145:25 PM Page 23 of 33 \\peanasv2\Pool\Projecfs@011\0327-11 Revision to Previous TasMRev 1\SAP Pool Design\Report.pdf OPool Engineering, Inc. 2011 Designer: J. Colims Friction Pile 5upported Job No: 1 1-0327 5wimmmg Pool Pile De5i5an 5ervice Level Loading (All loaC15 from 5AP2000 Finite Element Analyse,) : Pt Pile P Lb A7 61182 .. _.. _.-,... . ......-....._.. B2 ............. 36548 65 59506 B9 59310 B12 36465 C3 93698 C6 111685 C8 111924 C11 93638 D1 28465 D13 28488 E4 40227 E10 40216 F7 43744 P P B2 53513 B5 76471 B9 76275 B12 53430 C3 110663 C6 128650 C8 128889 C11 110602 D1 45430 D13 45452 E4 57192 E10 57180 F7 60709 08/252011 01:45:25 PM Page 24 of 33 \Weanasv2\Paol\Pmjects\2011\0327-11 Revision to Previous Task\Rev 1\SAP Pool Design\Repon.pdf @Pad Engineering, Inc. 2011 Designer: J. Collin5 Friction Pile Supported Job No: 1 1-0327 5wimming Pool Vertical Load Analvsis: P — Peb dv := + ds, min. depth to resist vertical loading FwWA Pile 1 d, = 22.094 ft pile 6 d,6 = 35.031 ft pile 11 dv = 9.085 ft 1 tl pile 2 dvz = 12.29211 pile 7 d„ = 42.188ft pile 12 it, = 13.756 ft v ]z pile 3 dv3 = 21.427R pile 8 d,8 = 42.283 ft pile 13 it, , = 13.751 ft pile dv4 =21.349R pile d, =35.007ft pile 14 d, =15.155ft 9 14 pile 5 d,s = 12.259ft pile 10 d„ = 9.076 ft ]o Lateral LoadAnalvsis: Lp:= 52ft max. length of pool No,:= 14 total number of piles V,:= .I(D&, tpf)2.L1] V,= 82387.5 lb total soil pressure load V+can Va r= dR Vs = 10884.82I Ib load to each pile No, Flagpole FooGng Non -constrained at Ground Level for Isolated Piles - Per 15G/C5C 5ection 1 805.7.2 V r= Vs V = 10884.821 lb total lateral load to pile Do, + tpr d M := Vs + d0x + dsr + wv; dv; d0x+ M = t54kip ft total moment load 3 2r h r= M h = 14.152 ft effective height to resultant dt = 11.05 ft trial depth for iteration V P z= na P = 750 f nominal passive pressure S d` p t ryp p — Po P P 1 := min Po 3 , oil ryp max S] = 2762.292psf A:— 234 V d,:= A �1 + t + 4.36-h d4 = i im ft required depth for iteration Sl k 2 A d2 r= d,+ din, dz = 15.048 ft min. depth to resist lateral loading final Pile Emhedment Results Into Competent Foundational Material pile l(A7) dI=22.5ft pile 6(C3) d6=35.5ft pilell(D13) dii=15.5ft pile 2(B2) d2=15.5fit pile 7(C6) d7=42.5ft pile 12(E4) d12=15.5R pile 3(B5) d3=21.5R pile 8(C8) d8=42.5ft pile 13(E10) d13=15.5ft pile 4(B9) d4=21.5ft pile 9(Cl 1) d9=35.5ft pile 14(F7) d14=15.5ft pile 5(B12) d5=15.5ft pile 10(D1) dto=15.5ft 08/252011 01:45:25 PM Page 25 of 33 \\peanasv2\Pool\Projects12011\0327-11 Revision to Previous Task%Rsv 1\SAP Pool Design\Repolt.pdf ®Pool Engineering, Inc. 2011 Designer: J. Collins Friction Pile Supported Job No: I 1-0327 5wimmmg Pool Flexural De51an of Pllee Pa:=1.2max(P) Pe = 134.309-kip max. ultimate factored vertical load Vv:= 1.6V Vv = 17.416 kip max. ultimate factored shear Me := 1.6M Ms = 246.475-kip.ft max. ultimate factored moment Set Lateral Force equal to Passive Resistance and solve for depth to max. moment. 1.6P�dr2 ° ° 2 V„ V = Lateral Force Equilibrium Solving for depth, we get dr:= 2 1.6Pp dt = 3.81 ft Depth to point of max. moment To obtain Max Bending Moment on Pile we sum moments about the above calculated depth: 3 Me := M„+ V,; dt— 1.6Pp'�Cdt My = 290.707kipli Factored Ultimate Moment 6 Ps = 134.309-kip Factored Ultimate Vertical Load My d = 37.734-kip-fl Factored Ultimate Moment at Dowels See CSI Column Calculation Sheets (following) for Concrete De51 n of Piles Noss„ = 10 number of vertical bars fy = 60000-psi yield strength of vertical bars Bar„ = 8 size of vertical bars Dowels = 5 size of dowel reinforcing dy„=1-in diameter of vertical bars c1re=3in concrete cover to reinforcing As, = 7.954 m2 area of vertical reinforcing provided Check ="Pass" Bar, = 4 size of horizontal ties f,„ = 40000 psi yield strength of horizontal ties dl,,, = 0.5 in diameter of horizontal ties 081252011 01:45:26 PM Page 26 of 33 \\peanasvZTool\Pmjects\2011\0327-11 Revision to Previous Task Rev 1\SAP Pool Design\Report.pdf Wood Engineering, Inc. 2011 Designer: J. Collire Friction Pile 5upported Job No: 1 1-0327 5wimmmg Pool Horizontal Tie Requirements: C13C 5ection 181 O. 1 .2.2 type:— "SPIRAL.' type of horizontal tie (SPIRAL or CIRCULAR) c compre55rve strength of pile concrete s= 5 in 5paong of horizontal ties dr:= (pa — 2-clre d,, = 18-in dameter of concrete core measured out -to -out of reinforang ties Ach:= 0.25w.d.2 Ach = 254 in area of concrete core measured out -to -out of remforong ties Asp := 0.25w dyh2 A,r= 0.196 iLa2 lcr055-5ection area of reinforcing tie ps := miq 0.12- L ,0.45.I f= — 1J {J pi,= 0.0080 min. ratio of horizontal tie remf (ACI Section 2 1.4.4. 1 a) L fy `P h It := JT[;(d�d,)Y,s2 if type = "spiral" lr = 54.978 in length of horizontal tie .p(dc— dhh) otherwise A`=1r = 0.0085 > ps = 0.0080 check = 'PASS" Ach's CONCRETE _ "24in. DIA PILE, fc = 4000psi (DESIGN STRENGTH)" VERT_BARS = "(10) #8 VERTICAL BARS ENTIRE LENGTH OF PILE w/ #5 DOWELS" HORIZ TIES = "USE #4 SPIRAL TIES @ 5in. O.C., TYP. THROUGHOUT PILE" 08/25/2011 0145:26 PM Page 27 of 33 \Ipeanas2\PcoBPrcjecls\2011\0327-11 Revision to Previous Task\Rev 1\SAP Pool DesigMRepsrt.pdf @Pool Engineering, Inc. 2011 Project Information Project Job No Company Designer Remarks Software File Name Working Units Design Code Adams 11-0327 Elite Custom Pools J. Collins CSICOL (Version: 8.0 (Rev. 0)) WAProjects\2011\0327-11 Caisson Pool\SAP Pool Design \Caisson US (in, kip, k-ft, ksi ACI-318-08 Column:Caisson Design Basic Design Parameters Caption Default Concrete Strength, Fc Default Concrete Modulus, Ec Maximum Concrete Strain Reber Set Default Reber Yeild Strength, Fy Default Reber Modulus, Es Default Cover to Rebars Maximum Steel Strain Transverse Reber Type Total Shapes in Section Consider Slenderness = Caisson Design =4.00 ksi = 3600.00 ksi = 0.003 in/in = ASTM = 60.00 = 29000.00 = 3.000 = Infinity = Spiral =1 = No ksi ksi in W..IPrcjects1201110327-11 Caisson PooASAP Pool Design1Caisson.CDB Page 1 0&25/2011 01.45:26 PM Page 28 of 33 \\peanasvZl000lNrojecls\2011\0327-11 Revision to Previous TasklRev 1\SAP Pool besign\Report.pdf ®Pool Engineering, Inc. 2011 Section Diagram Cross-section Shapes Shape Width Height Cone Fc S/S Curve Rebate in in ksi Circle 24.000 24.000 4.000 ACI-Whhney Rectangular 1048 Rebar Properties Sr.No Designation Area Cord-X Cord-Y Fy S/S Curve in^2 in in ksi 1 #8 0.79 21.000 12.000 60.00 Elasto-Plastic 2 #8 0.79 19.281 17.290 60.00 Elasto-PlasHc 3 #8 0.79 14.781 20.560 60.00 Elasto-PlasHc 4 #8 0.79 9.219 20.560 60.00 Elasto-Plastic 5 #8 0.79 4.719 17.290 60.00 Elasto-Plastic 6 #8 0.79 3.000 12.000 60.00 Elaslo-Plastic 7 #8 0.79 4.719 6.710 60.00 Elasto-Plastic 8 #8 0.79 9.219 3.440 60.00 Elasto-Plastic 9 #8 0.79 14.781 3.440 60.00 Elasto-Plastic 10 #8 0.79 19.281 6.710 60.00 Elasto-Plastic 10-#8 Total Area 7.91 W2 Steel Ratio = 1.75 % Basic Section Properties: Total Width = 24.00 in Total Height = 24.00 in W:IProjects1201110327-11 Caisson PooASAP Pool DesignlCaisson.CDB Page 2 08/25/2011 01:45:26 PM Page 29 of 33 Ppeanasv2\Pool\Projects@011\0327-11 Revision to Previous Task\Rev 1\SAP Pool Design\Report.pdf ©Pool Engineering, Inc. 2011 Center, Xo = 0.00 Center, Yo = 0.00 X-bar (Right) = 12.00 X-bar(Left) = 12.00 Y-bar(Top) = 12.00 Y-bar(Bot) = 12.00 Area, A = 452.39 Inertia, Im = 1.63E+04 Inertia, lyy = 1.63E+04 Inertia, Ixy =0.00E+00 Radius, rx = 6.00 Radius, ry = 6.00 Additional Section Properties: Modulus, S3(Top) = 1,357.2 Modulus, S3(Bot) = 1,357.2 Modulus, S2(Left) = 1,357.2 Modulus, S2(Right) = 1,357.2 Plastic Modulus, Z3 = 0.0 Plastic Modulus, Z2 = 0.0 Torsional, J = 32,572-0 Shear Area, A3 = 0.00 Shear Area, A2 = 0.00 Principal Angle = 0.00E+00 Inertia, 133' = 1.63E+04 Inertia, 122' = 1.63E+04 Simple Loads Final Design Loads Sr.No Combination Pu kip 1 Combing onl 135.00 2 Combination12 135.00 Result Summary Sr.No Combination Pu (kip) 1 Combinationl 135.00 2 Combination12 135.00 in in in in in in iW2 W4 inA4 in-4 in in inA3 in-3 inA3 in-3 inA3 inA3 in-4 in-2 in-2 Deg inA4 inA4 Mux-Bot Muy-Bot Mux-Top Muy-Top k-ft k-ft k-ft k-ft 291.00 0.00 0.00 0.00 0.00 291.00 0.00 0.00 Cap. Ra0o-Bot Cap. Ratio- Remarks Top 0.852 0.114 Capacity OK 0.849 0.114 Capacity OK W.'IProjectsl201110327-11 Caisson Poo11SAP Pool Design1Caisson.CDB Page 3 08125/2011 01:45:26 PM Page 30 of 33 \\peanasZPool\Projects\2011\0327-11 Revision to Previous TaskARev 1\SAP Pool Design\Report.pdf ®Pool Engineering, Inc. 2011 Project Information Project Adams Job No 11-0327 Company Elite Custom Pools Designer J. Collins Remarks Software CSICOL (Version: 8.0 (Rev. 0)) File Name WAProjects\2011\0327-11 Caisson Pool\SAP Pool Design \Caisson Working Units US (in, kip, k-ft, ksi) Design Code ACI-318-08 Column:Dowel Design Basic Design Parameters Caption = Dowel Design Default Concrete Strength, Fe = 4.00 ksi Default Concrete Modulus, Ec = 3600.00 ksi Maximum Concrete Strain = 0.003 in/in Reber Set = ASTM Default Reber Yeild Strength, Fy = 60.00 ksi Default Reber Modulus, Es = 29000.00 ksi Default Cover to Rebars = 3.000 in Maximum Steel Strain = Infinity Transverse Reber Type = Ties Total Shapes in Section = 1 Consider Slenderness = No W.'IPwjects1201110327-11 Caisson Poo4SAP Pool DesgnlCaisson.CDS Page 1 08/25/2011 01:45:26 PM Page 31 of 33 \\peanasv2\Pool\Projects\2011\0327-11 Revision to Previous TaWlRev 1\SAP Pool Design\Report.pdf ODPool Engineering, Inc. 2011 Section Diagram Cross-section Shapes Shape Width Height Conc Fc S/S Curve Rebars in in ksi Circle 24.000 24.000 3.000 ACI-Whihiey Rectangular 1045 Reber Properties Sr.No Designation Area Cord-X Cord-Y Fy S/S Curve inA2 in in ksi 1 #5 0.31 21.000 12.000 60.00 Elasto-Plastic 2 #5 0.31 19.281 17.290 60.00 Elasto-Plastic 3 #5 0.31 14.781 20.560 60.00 Elasto-Plastic 4 #5 0.31 9.219 20.560 60.00 Elasto-Plastic 5 #5 0.31 4.719 17.290 60.00 Elasto-Plastic 6 #5 0.31 3.000 12.000 60.00 Elasto-Plastic 7 #5 0.31 4.719 6.710 60.00 Elasto-Plastic 8 #5 0.31 9.219 3.440 Moo Elasto-Plastic 9 #5 0.31 14.781 3.440 60.00 Elasto-Plastic 10 #5 0.31 19.281 6.710 60.00 Elasto-Plastic 104t5 Total Area = 3.08 inA2 Steel Ratio = 0.68 % Basic Section Properties: Total Width = 24.00 in Total Height = 24.00 in W.PMjactsl2011l0327-l1 Caisson PooASAP Pool DesignlCaisson.COB Page 2 08/25Y2011 0145:26 PM Page 32 of 33 \\peanasv2\PoohProjects\2011\0327-11 Revision to Previous TaskWev 1\SAP Pool DesignWepod.W ©Pool Engineering, Inc. 2011 Center, Xo =0.00 in Center, Yo =0.00 in X-bar(Right) = 12.00 in X-bar(Left) = 12.00 in Y-bar(Top) = 12.00 in Y-bar (Bot) = 12.00 in Area, A = 452.39 W2 Inertia, Im = 1.63E+04 W4 Inertia, Iyy = 1.63E+04 in-4 Inertia, Ixy = O.00E+00 W4 Radius, nc = 6.00 in Radius, ry = 6.00 in Additional Section Properties: Modulus, S3(Top) = 1,3572 in-3 Modulus, S3(Bot) = 1,357.2 in-3 Modulus, S2(Left) = 1,357.2 in-3 Modulus, S2(Right) = 1,357.2 in-3 Plastic Modulus, Z3 = 0.0 in-3 Plastic Modulus, Z2 = 0.0 in-3 Torsional, J = 28,989.1 W4 Shear Area, A3 = 0.00 in-2 Shear Area, A2 = 0.00 in-2 Principal Angle = 0.00E+00 Deg Inertia, 133' = 1.63E+04 in^4 Inertia, 122' = 1.63E+04 in-4 Simple Loads Final Design Loads Sr.No Combination Pu Mux-Bot Muy-Bot Mux-Top Muy-Top kip k-ft k-ft k-ft k-ft 1 Combination1 135.00 38.00 0.00 0.00 0.00 2 Combination2 135.00 0.00 38.00 0.00 0.00 Result Summary Sr.No Combination Pu (kip) Cap. Ratio-Bot Cap. Ratio- Remarks Top 1 Combinationl 135.00 0.237 0.196 Capacity OK 2 Combination2 135.00 0.237 0.196 Capacity OK WlPmjectsl201110327-11 Caisson PooASAP Pool DeslgnlCaisson.CDB Page 3 08/252011 01:45:26 PM Page 33 of 33 \tpeanasv2\Poo1\PmjecW2011\0327-11 Revision to Previous Task Rev 1\SAP Pool Design\Report.pdf @Pool Engineering, Inc. 2011 Orange County / Environmental / Corporate 3190 Airport Loop Drive, Suite 11 Costa Mesa, Calffornia 92626 T: 714 549.6921 F: 714.549.1438 pall+present +futuo its in out scie ' Engineers. Geaingiet Ef1VfeemPlita SLlentl St July 18, 2011 J.N. 245-1 I MR. TERRY ADAMS I Pelicans Drive Newport Coast, CA 92657 Subject: Geotechnical Recommendations for Design and Construction of Proposed Swimming Pool and Spa, 1 Pelicans Drive, Lot 5, Tract 15346, Pelican Crest, Newport Coast, California. References: 1) Geotechnical Investigation, Proposed Single -Family Residence, Lot 5, Tract 15346, 1 Pelicans Drive, Pelican Crest II, Newport Coast, County of Orange, California; report by Petra Geotechnical, Inc., dated June 29, 2004 Q.N. 350-04). 2) Response to Geotechnical Report Review Sheet by the County of Orange Planning and Development Services Department for Lot 5, Tract 15346, 1 Pelicans Drive, Pelican Crest II, Newport Coast, County of Orange, California; letterby Petra Geotechnical, Inc., dated February 17, 2005 (J.N. 350-04). 3) Geotechnical Report of Precise Grading and Wall Backfill, Proposed Single -Family Residence, Lot 5, Tract 15346, 1 Pelicans Drive, Pelican Crest II, Newport Coast, County of Orange, California; report by Petra Geotechnical, Inc., dated January 27, 2006 (J.N. 350-04). 4) Gee technical Review of Delta 1 Revision of Precise Grading Plans for Lot 5,Tract 15346, 1 Pelicans Drive, Pelican Crest II, Newport Coast, County of Orange, California; letter by Petra Geotechnical, Inc., dated October 17, 2006 (J.N. 350-04). 5) Final Soils Report, Utility Trench and Retaining Wall Backfill, Lot 5, Tract 15346, 1 Pelicans Drive, Pelican Crest 11, Newport Coast, County of Orange, California; report by Petra Geotechnical, Inc., dated July 30, 2007 (J.N. 350-04). Dear Mr. Adams: We present this report which provides ge rtechnical recommendations for the design and construction of a swimming pool and spa and other improvements proposed within the rear yard of the subject site. The recommendations presented herein are based on a review of a preliminary grading plan depicting the proposed pool and spa layout and associated yard improvements that were prepared by the project landscape architect, Daniel Stewart and Associates. MR- TERRY ADAMS I Pelicans Drive SITE LOCATION AND DESCRIPTION July 18, 2011 J.N. 245-11 Page 2 The subject property consists of a previously graded, residential lot located at 1 Pelicans Drive in the gated community of Pelican Crest within Newport Coast, County of Orange, California. Based on a recent site reconnaissance performed on June 28, 2011, the site consists of a building pad that is currently occupied by a two- to three-story single-family residence with a subterranean garage and basement. The site is bordered on the south by an adjacent residential lot, on the east by Pelicans Drive, and on the north to west by an approximately 2- to 35-foot-high, 2:1 (horizontal to vertical) slope that descends to Avalon Vista Drive. The rear yard where the new pool is proposed is currently covered by a grass lawn and planter areas that contain groundscover, shrubs and small trees. The grass lawn currently drains by sheet flow to existing area drain inlets. SITE PLAN REVIEW Based on our review of the preliminary grading plan, Plate 1, it is proposed to construct a swimming pool and spa within the rear yard of the subject site. The westem side of the pool will have an infinity edge and is proposed within approximately 4 to 7 feet of the top of the rear yard descending slope. Other improvements within the site consist of pool decking between the pool and the existing residence and a new low -height masonry block seat wall to the north of the pool and along the top of the rear yard slope. BACKGROUND INFORMATION Based on our review of the previous geotechnical reports for the subject site (References), the subject site is a fill lot that is underlain by approximately 15 to 27 feet of compacted fill with the deepest fill locatedbelow the western and southern portions of the site and the shallowest fill located within the northern portion of the site. The adjacent slope to the north and west is also underlain by compacted fill. The western portion of this slope is supported by an approximately 15-foot-wide by 3-foot-deep keyway. Throughout most of the site, the fill materials are underlain directly by bedrock; however, within the southwestemportioribfthe site where the new pool is proposed, the fill is underlain by approximately 5 feet of native terrace deposits and then bedrock. More specifically, the area where the pool is proposed is currentlyunderlain by approximately 20 to 27 feet of compacted sf ]l, then approximately 5 feet of native terrace deposits, and then bedrock. MR. TERRY ADAMS / Pelicans Drive July 18,2011 J.N. 245-11 Page 3 Based on previous lab testing, the fill materials beneath the site and surrounding areas are moderately expansive with a plasticity index of 27. The fill materials also have moderate concentrations of soluble sulfates (approximately 0.14 %). General From a soils engineering and engineering geologic point of view, the subject property is considered suitable for the proposed construction provided the following recommendations are incorporated into the design criteria and project specifications. It is also our opinion that proposed grading and construction will not adversely affect the stability of adjoining properties provided grading and construction me performed in accordance with the recommendations presented in this report. Site/Slope Stability As described previously, the building pad of the subject site and adjacent slope are underlain by moderately deep compacted fill (up to approximately 27 feet) supported on either native terrace deposits orbedrockofthe Monterey Formation. The adjacent slope is supported by an approximately 15-foot-wide by 3-foot-deep keyway. Based on these conditions, the site and adjacent slope are considered to be both grossly and surficially stable, \ and are expected to remain so under normal conditions provided that landscaping and drainage facilities on the slopes are properly maintained during the lifetime of the development. Effect of Proposed Grading and Construction on Adjacent Properties It is our opinion that the proposed grading and construction will not adversely affect the stability of the adjacent descending slope or the adjoining properties provided that grading and construction me performed in accordance with the recommendations presented herein. Primary Geotechnical Concern Slope Creep and Settlement The fill materials that comprise the building pad and adjacent rear yard descending slope are moderately deep, moderately expansive, and are comprised of relatively plastic clays. Therefore, along the top of the rear yard slope a local slope creep condition can be expected to develop to a depth of approximately 5 feet. In addition, existing depths of fill beneath the proposed pool range from approximately 20 to 27 feet with the depths of fill MR. TERRY ADAMS July 18, 2011 Pelicans Drive J.N. 245-11 Page 4 increasing across the pool in a southwesterly direction. These variable fill depths could result in adverse \1 differential settlement of the pool shell. As a result, it is recommended that the design of the pool foundation I take into consideration these anticipated movements. Swimmine Pool and Spa Recommendations General Comments Past history has shown that pools and spas and their associated decking constructed nears the tops of descending slopes and on expansive soils such as those that exist beneath the site commonly suffer distress in the form of cracking, lifting, and horizontal separations. Consequently, it is our professional opinion that the proposed pool and spa could experience some level of distress unless mitigating measures are taken. The pool and spa recommendations that follow are considered suitable to reduce the potential for future movement or distress of these structures; however, these recommendations should be followed in acknowledgment of the risks involved due to the presence of expansive soj}S.- These recommendations are intended to reduce the detrimental effects of expansive soils and differential fill settlement; however, it should be understood that a certain amount of horizontal and vertical movement of the pool and surrounding decking may still occur as a result of differential expansive soil pressures, slope creep, and long term fill settlement. It is our understanding that the proposed pool will have an infinity edge and thus will be highly sensitive to any future differential settlement or tilting. To mitigate the potential for differential settlement and tilting, the entire pool structure could be supported on piles or caissons that extend through the existing fill and native soil and into had bedrock. As described previously, the proposed pool will be underlain by approximately 20 to 27 feet of fill, then at least 5 feet of native soils, and then bedrock. Therefore, it might be economically prohibitive to support the pool and spa on deep piles or caissons that extend through the fill and into bedrock. As an alternative, the pool maybe supported on a system of shallower friction piles that would resist potential settlement and tilting of the pool. Recommendations for the pool foundation system are provided below. Regardless of the pile depths determined by the project pool engineer, the friction piles should have a minimum depth of at least 10 feet to achieve the soil parameters provided in the following sections of this report..._ Pool Foundation Recommendations The westerly walls of the pool are proposed within close proximity of the rear yard descending slope. Therefore, in order to provide adequate vertical and lateral support of the pool, the westerlypool walls should be designed as free-standing walls that are structurally tied to the pool bottom. 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IM Illun-,eall,G alulul I:r,. woun1:9 lfrl www" mill';rluldl _ +rwmtNiq or, bxn aarl'lfla 1bYVt ,.+vl T+Iaj �d meirtunu od 1 luoq W:;in:nq adl .•/feanl'rcl . -;+lud it In Lw. mf fdg;m it .woha' /dad Iraft tlaa ,r{la> WIN.a In : t" fx n 'lln p, r•,A % .:.,,,:.xl.:rfr,I,REJfl,Ihdlp:u•d'hn.M'udl Ja'HBIW waa!al �rvb M+•rgI! fuoq W(1 fx u. a:iwlydn,.q !(M 141"! Ww.ry ibh; t:,fm mul'nil T4 liw,lo rn -. ya :. ao bahr;vlgva wf Yfesl lruv; •w1t .!im idle :ti ef. „ulfe: b:!•rn ,.j ma nRsr(r. u•rtlbwunl I:v wB +V' :A,IA-lwlaailNYgA .lr,ug aM 7r� Slml : L:m fuxralua.. s ,,::d I>:. u•!, ,.Iq nullaril ad) r V.iyfrr >J,vl wll 'rd larmrale4 d"W, alai : lr, ec O oot.m .. ,.:•. ewit or In, ',allfii NO al idhr„llll. UA LW alll Nwd2s W :Pq of lntal to !u pwl ib mum -an, n qn1 d. t•r:l r 1 :,,.1 ls7f -n, 'o rfi,icr,.,1q acvh mMlw lrfn me long aril le itle r ntr. ,d I lu. niralluw lafq{i,ygw Od'.kx,q M{rlr, noggi�lma7uiLm:IcAilyfv •1617. an... l--L" n nswu,'i /iwlu,A IMYq NVl rx1 IrWI vllewnrrax see Iedl lill'N �. MR. TERRY ADAMS July 18, 2011 1 Pelicans Drive J.N. 245-11 Page 5 In addition, due to its proximity to the adjacent descending slope, the westem side of the pool should be supported by a row of piles such that a minimum horizontal setback of at least 20 feet is maintained between the outside bottom edge of the piles and the slope face. This recommended setback will exceed the recommendations of Section 1808.7.3 of the 2010 CBC and also takes into consideration the anticipated creep , zone within the adjacent descending slope. Byproviding piles only along the western side of the pool structure, the required structural setback willhe met; however, this would result in the western side of the pool structure being heavier than the remainder of the structure. Since this side of the pool is also underlain by a greater amount of fill, this condition could lead to future differential settlement. Therefore, rather than just placing piles beneath the western side ofthe pool, the entire pool should be supported on shallow friction piles order to create a symmetrical foundation structure that will not be prone to differential settlement. The shallow friction piles will also decrease the potential for the pool structure to tilt towards the slope as a result of slope creep. Foundation design parameters are provided in the following section of this report. Foundation Desian Parameters The pool and spa walls should be designed assuming that an earth pressure equivalent to a fluid having a density of 75 pounds per cubic foot is acting on the outer surface of the pool and spa walls. The free standing westerly walls of the pool should be designed for both the short term condition in which the soil will be exerting a lateral pressure equivalent to a fluid having a density of 75 pounds per cubic foot that is acting on the outer surface of the walls, and for the potential long term condition in which the soil creeps away toward the adjacent slope and there is no soil support-.-Ferthis long-term condition, the westerlypool walls should be designed using a lateral earth pressure of 62.4H pounds per square foot (where "H" equals the vertical depth in feet below the ground surface) that is acting on the inner surface of the pool walls. All pool and spa walls should also be designed to resist lateral surcharge pressures imposed by any adjacent footings or structures in addition to the above lateral earth pressures, if any. The pool and spa foundations are expected to be founded entirely into compacted fill materials; therefore, the pool and spa shell may be designed using an allowable bearing value of 1,500 pounds per square foot. For the piles, end bearing capacity and skin friction may be combined to detemine the total allowable pile capacities. For end bearing, an allowable bearing capacity of 5,000 pounds per square foot may be used for piles with a depth of at least 10 feet below the pool shell. A value of 400 pounds per square foot may be used to determine MR. TERRY ADAMS 7 Pelicans Drive July 18, 2011 J.N. 245-11 Page 6 the skin friction between the piles and the surrounding fill; however, when calculating skin friction, the upper portions of the western piles within the creep zone (within 5 feet of the ground surface) should be ignored. In addition, to compensate for potential creep forces, the upper portions of the western piles located within the / creep zone should be designed to resist a lateral load imposed by creep affected slope materials. This lateral load should be assumed to be equal to 1,000 pounds per foot of embedment in the creep zone. Ifthe bottom of the pool shell is deeper than the creep zone, then the piles will be located below the creep zone and the skin friction will not need to be ignored and creep forces will not need to be applied. For isolated piles, a passive earth pressure of 625 pounds per foot of pile diameter per foot of pile depth, to a maximum value of 5,000 pounds per square foot may be used; however, for the oytside row ofpiles along the western side of the pool, the passive earth pressure should be reduced to 37 p nds per foot of pile diameter per foot of pile depth, to a maximum value of 3,000 pounds per square foot due to downsloping conditions. In addition, the lateral resistance should be ignored for the upper portions of the westem row of piles located within the creep zone (soil within 5 vertical feet of the slope surface). If the pool shell is deeper than the creep zone, then the western row of piles will be located below the creep zone and the lateral resistance will not need to be ignored. Settlement Provided that the pool is supported on a symmetrical and uniformly loaded foundation system that includes shallow friction piles, differential settlement of the pool is expected to be negligible; however, it should be understood that a certain amount of horizontal and vertical movement ofthe pool, spa and surrounding decking may still occur as a result of differential expansive soil pressures, slope creep, and long term fill settlement. Stability of Temporary Excavation Sidewalls The pool excavation is expected to expose competent compacted fill materials. Based on the anticipated physical characteristics of these materials, pool excavation sidewalls may remain at a vertical gradient until the walls no shot with gunite. The temporary sidewalls are expected to remain stable during construction of the pool; however, the temporary excavation sidewalls should be observed by a representative of the project geotechnical consultant for any evidence of potential instability. Depending upon the results of these observations, revised sidewall slope configurations may be necessary and forming of the pool and spa walls may be necessary. MR. TERRY ADAMS I Pelicans Drive Temporary Access Ramps ' July 18, 2011 J.N. 245-11 Page 7 It is essential that all backfill placed within temporary access ramps extending into the pool excavation be properly compacted and tested. This will mitigate excessive settlement ofthe backfill and subsequent damage to pool decking or other structures placed on the backfill. Pool and Spa Bottoms It is expected that the pool and spa bottoms will rest entirely on compacted fill. Therefore, cue should be taken while excavating these structures to prevent disturbance of subgrade soils exposed at grade in the pool and spa bottoms. Any disturbed soils should be removed and the resultant void filled with gunite. , Pool and Spa Decking Pool and spa decking should be constructed in accordance with the recommendations presented in the "Exterior Concrete Flatwork" section of this report. Plumbing Fixtures Leakage from the pool or spa or from any of the appurtenant plumbing could create adverse saturated conditions of the surrounding subgrade soils. Localized areas of oversaturation can lead to differential expansion (heave) of the subgrade soils and subsequent raising and shifting of concrete flatwork. Therefore, it is essential that all plumbing and pool fixtures be absolutely leak -free. For similarreasons, drainage fmmpool and spa deck areas should be directed to local area drains and/or graded earth swales designed to carry runoff l / water to a suitable discharge point. t/ Pool and Spa Excavation Observations It is recommended that the pool excavation be observed by a representative of this firm to ensure that the pool is founded in competent compacted fill materials and to observe the stability of the temporary excavation. Soluble Sulfates Results of our previous laboratory test performed in accordance with California Test Method No. 417 indicate on -site fill materials contain water soluble sulfate contents of approximately 0.14 percent. Based on Section 1904.03 of the 2010 CBC, concrete that will be exposed to sulfate -containing soils shall comply with the provisions of ACI 318-08, Section 4.3. Therefore, according to Table 4.3.1 of the ACI 318-08, a MODERATE exposure to sulfate can be expected. The structural integrity of concrete can deteriorate with MR. TERRY ADAMS July 18, 2011 1 Pelicans Drive J.N. 245-11 Page 8 time when exposed to sulfate containing solutions or soils. To mitigate such deterioration, sulfate resistant cement should be used in all concrete that maybe in contact with the on -site soil or bedrockmaterials. Careful control of the maximum water -cement ratio and the minimum concrete compressive strength is also necessary i in order to provide proper resistance against deterioration due to sulfates. We recommend that the procedures / provided in CBC Section 1904.3 and Table 4.31 of the ACI 318-08 be followed. For concrete that is expected to have a MODERATE exposure to sulfatType II cement may be used. wever, Table 4.3.1 of the ACI 318-08 indicates that the maximum water -cement ratio should not exce 0.50 and the minimum concrete compressive strength should not be less th 4n@ 000 pounds per square inch. Masonry Block Wags and Similar Hardscave Features Construction on Level Ground Footings for masonry block walls proposed on level ground may be designed in accordance with the bearing and lateral resistance values providedpreviously for conventional footings. However, as a minimum, the wall footings should be embedded at a minimum depth of 18 inches below the lowest adjacent final grade. The footings should also be reinforced with a minimum of four No. 4 bars, two top and two bottom In order to minimize the potential for unsightly cracking related to the possible effects of differential settlement and/or expansion, positive separations (constmctionjoints) should also be provided in the block walls at each comer and at horizontal intervals of approximately 20 to 25 feet. The separations should be provided in the blocks and not extend through the footings. The footings should be poured monolithically with continuous rebus to serve as effective "grade beams" below the walls. Construction Along Ton of the Rear Yard Descending Slope As described previously, those portions of the rear yard in close proximity of the descending slope can be expected to undergo some differential vertical movement or settlement in combination with differential lateral movement in an out -of -slope direction as a result of slope creep; therefore, masonry block walls proposed within the rear yard and in close proximity of the descending slope may be subject to future vertical and lateral movements. These walls maybe supported on piles in a similar manner as the pool; however, due to the high cost of these piles, these walls may also be supported on conventional foundations, but with the understanding that some lateral and vertical movement of the walls may likely occur in the future. To provide partial resistance against slope creep, the footings of the walls should be deep enough such that a minimum horizontal setback of at least 5 feet is maintained between the outside bottom edge of the footings and the face of the slope. MR. TERRY ADAMS July 18, 2011 1 Pelicans Drive J.N. 245-11 Page 9 To help minimize the adverse affects of movement due to slope creep, the walls should be separated from other hardscape features by planter areas so that the lateral movement will not be noticeable between the individual hardscape features, or if connected, they should be dowelled together, but provided with an expansion or control joint so that the movement will occur along the joint and be less likely to result in cracking of the hardscape features. F�xpansion or controljoints should also be placed at regular intervals (eves 10 to 15 feet) within the block walls so that movement will occur along the joints and be less likely to result in unsightly side-step cracking of the walls along the mortar joints between the block units. Any connections between existing walls and new walls should be flexible or replaceable as they are likely to become damaged if the potential movement due to slope creep does occur. Exterior Concrete Flatwork Thickness and Joint Spacing To reduce the potential for excessive and unsightly crackling due to the adverse affects of soil expansion, 1 concrete walkways, pool decking and patio -type slabs should be at least 4 inches thick and provided with construction joints or expansion joints every 10 feet or less. All open construction joints in pool decking should be sealed with a resilient waterproofing sealant. Reinforcement All concrete patio -type slabs, walkways and pool decking greater than 5 feet in width should be reinforced with No. 3 bars spaced 18 inches on centers, both ways. The reinforcement should be positioned near the middle of the slabs by means of concrete chairs or brick. Edge Beams Where the outer edges of concrete flatwork are to be bordered by landscaping, edge beams (thickened edges) should be provided to prevent excessive infiltration and accumulation of water under the slabs. Edge beams should be 6-to 8 inches wide, extend 12 inches below the tops of the finish slab surfaces, and be reinforced with a minimum of two No. 4 bus, one top and one bottom Inclusion of edge beams in flatwork construction adjacent to landscaped areas will signi ficantly reduce the potential for vertical and horizontal movements and subsequent cracking of the flatwork related to the effects of high uplift forces that can develop in expansive soils. MR. TERRY ADAMS I Pelicans Drive Subgrade Preparation July 18,2011 J.N. 245-11 Page 10 As a further measure to minimize cracking and/or shifting of concrete flatwork, the subgrade soils below concrete flatwork areas should be compacted to a minimum relative compaction of 90percent and then thoroughly moistened prior to placing concrete. The moisture content of the soils should be at least equal to or slightly greater than optimum moisture content and penetrate to a depth of approximately 12 inches into the subgrade. Flooding or pending of the subgrade is not considered feasible to achieve the above moisture conditions since this method would likely require construction of numerous earth berms to contain the water. Therefore, moisture conditioning should be achieved with sprinklers or a light spray applied to the subgrade over a period of several days just prior to pouring concrete. A representative of the project geotechnical / consultant should observe and verify the density and moisture content of the soils, and the depth of moisture penetration prior to pouring concrete. LONG-TERM EFFECT OF SOIL EXPANSION AND SLOPE CREEP As mentioned previously in this report, the site is underlain by relatively deep and expansive fill materials. Due to their inherent composition, these materials invariably exhibit the potential to undergo a certain amount of long-term volume changes such as settlement, heave, and lateral movement. When water is introduced to expansive soils by such sources as landscape irrigation, swimming pools and rainfall, the expansive soils tend to absorb an excessive amount of moisture, which, in turn, causes the expansive soils to expand and heave. This heave causes an upward and lateral movement of hardscaped areas or, if the movement is restricted, can cause distress and fracturing to bardscape features constructed in these areas. Expansive soils not only expand as there moisture contents increase, but also contract as their moisture contents decrease. Therefore, as a result of seasonal variations in the moisture contents, this repeated cycle of expansion and contraction causes a loss in density and shear strength. In addition, these cycles cause progressive outward and downward movement of the surficial materials located on or in close proximity to descending slopes (slope creep). Furthermore, within lots underlain by deep fills andborderedby high slopes, deep wetting from irrigation and rainfall can lead to lateral fill extension or `lot stretching." The progressive outward and downward movement due to slope creep and lateral fill extension may, in tutu, cause distress and tilting to such structures as fences, masonry block walls, retaining walls, and concrete flatwork that are constructed in these areas. Although the recommendations provided in this report are intended to reduce the potential for distress of structures resulting from the effects of expansive soils, slope creep, and lateral fill extension, our experience MR. TERRY ADAMS July 18, 2011 1 Pelicans Drive J.N. 245-11 Page 11 has shown that even with the implementation of these recommendations, a certain amount of cracking and/or horizontal and vertical movements is unavoidable and can be anticipated during the lifetime of the proposed development. The homeowner should be made fully aware that the property is underlain by moderately expansive soils and that these soils will cause the concerns noted above. Should any new structures or improvements be proposed at any time in the future other than those shown on the enclosed grading plan and discussed herein, our firm should be notified so that we may provide design recommendations. Design recommendations are particularly critical for any new improvements that may be proposed on or near descending slopes, and in areas where they may interfere with the proposed permanent drainage facilities. Potential problems can develop when drainage on the pad is altered in any way (i.e., excavations or placement of fills associated with construction of new walkways, patios, block walls and planters). Therefore, it is recommended that we be engaged to review the final design drawings, specifications and grading plan prior to any new construction. If we are not given the opportunity to review these documents with respect to the geotechnical aspects of new construction and grading, we can take no responsibility for misinterpretation ofour recommendations presented herein. REPORT LIMITATIONS This report is based on the proposed project and geotechnical data as described herein. The materials encountered on the project site, described in other literature, and utilized in our laboratory investigation are believed representative of the project area, and the conclusions and recommendations contained in this report are presented on that basis. However, soil and bedrock materials can vary in characteristics between points of exploration, both laterally and vertically, and those variations could affect the conclusions and recommendations contained herein. As such, observation and testing by a geotechnical consultant during the grading and construction phases of the project are essential to confirming the basis of this report. To provide the greatest degree of continuity between the design and construction phases, consideration should be given to retaining Petra Geotechnical, Inc., for construction services. This report has been prepared consistent with the level of cue being provided by other professionals providing similar services at the same locale and time period. The contents ofthis report are professional opinions and as such, are not to be considered a guarantee or warranty. MR. TERRY ADAMS I Pelicans Drive July 18, 2011 J.N. 245-11 Page 12 This report should be reviewed and updated after a period of one year or if the project concept changes from that described herein. This report has not been prepared for use by parties or projects other than those named or described herein as it may not contain sufficient information for other parties or other purposes. We hope this report serves your needs at this time. This opportunity to be of service is sincerely appreciated. Please call if you have any questions pertaining to this report. Respectfully submitted, PETRA GEOTECHNICAL, INC. David Hansen, RCE ''D. 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